SW6231101_Soils/Geotechnical Report_20240428

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ECS Southeast, LLC
Geotechnical Engineering Report
Forest Bridge Commons — Wet Ponds
57 Melody Lane
Cameron, NC
ECS Project No. 33:6813
April 25, 2024

LTs
ECS SOUTHEAST, LLC NC Engineering License Ala F-1519
Geotechnical • Construction Materials• Environmental • Facilities
April 25,2024
Mr. Kenneth Smith,Sr.
Forest Ridge Subdivision, Inc.
400 Odell Road
Spring Lake, NC 28390
ECS Project No.33:6813
Reference: Geotechnical Engineering Report
Forest Bridge Commons-Wet Ponds-Slope Stability
57 Melody Lane
Cameron, Harnett County, NC
Dear Mr.Smith:
ECS Southeast, LLC(ECS) has completed the subsurface exploration, laboratory testing, and geotechnical
engineering evaluation for the above-referenced project. Our services were performed in general
accordance with our agreed to scope of work. This report presents our understanding of the geotechnical
aspects of the project along with the results of the field exploration and laboratory testing conducted,and
our design and construction recommendations.
It has been our pleasure to be of service to Forest Ridge Subdivision, Inc. during the design phase of this
project. We would appreciate the opportunity to remain involved during the continuation of the design
phase,and also provide our services during construction phase operations to verify subsurface conditions
identified for this report. Should you have questions concerning the information contained in this report,
or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast,LLC
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Victor McDuffee,P.E. John Kent,P.E5 l
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Senior Project Engineer Principal Engineerit
VMcDuffeePecslimited.com JKent@ecslimite con,. A.A. ��, .�:•'Inn III'IMO
6151 RAEFORD ROAD,SUITE A,FAYETTEVILLE,NC 28304 ' T:910-401-3288
ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Pacific,Inc. • ECS Southeast,LLC • ECS Southwest,LIP
ECS New York Engineering,PIIC An Associate of ECS Group of Companies • www.ecslimited.com
"ONE FIRM.ONE MISSION."

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
1.1 General 2
1.2 Scope of Services 2
1.3 Authorization 2
2.0 PROJECT INFORMATION 3
2.1 Site Information 3
2.2 Proposed Construction 4
3.0 FIELD EXPLORATION AND LABORATORY TESTING 4
3.1 Subsurface Characterization 5
3.1.1 Regional Geology 5
3.1.2 Soil Conditions 5
3.2 Groundwater Observations 5
3.3 Laboratory Testing 6
4.0 DESIGN RECOMMENDATIONS 6
4.1 Slope Stability 6
5.0 SITE CONSTRUCTION RECOMMENDATIONS 7
5.1 Subgrade Preparation 7
5.1.1 Stripping and Grubbing 7
5.1.2 Removal of Utilities 8
5.1.3 Proofrolling 8
5.1.4 Site Temporary Dewatering 8
5.1.5 Slope Construction 8
5.2 Earthwork Operations 9
5.2.1 Excavation Considerations 9
5.2.2 Suitability of On-Site Soils for Reuse as Engineered Fill 9
5.3 Utility Installations 10
5.4 Additional Considerations 10
6.0 CLOSING 11

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page ii
APPENDICES
Appendix A—Drawings& Reports
• Site Location Diagram
• Boring Location Diagram
• Generalized Subsurface Profiles
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
• Boring Logs
Appendix C—Laboratory Testing
• Laboratory Testing Summary
• Plasticity Chart
• Triaxial Compression Test Results
Appendix D—Supplemental Report Documents and Calculations
• The evaluation letter titled "Seasonal High Water Table (SHWT) Evaluation for Potential
Stormwater Retention Areas" by Southeastern Soil & Environmental Associates, Inc. dated
May 31, 2023
• Slope Stability Analysis Results for Wet Ponds#1 and#2

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 1
EXECUTIVE SUMMARY
This Executive Summary is intended as a very brief overview of the primary geotechnical conditions that
are expected to affect design and construction. Information gleaned from this Executive Summary should
not be utilized in lieu of reading the entire geotechnical report.
• The results of the slope stability analyses performed for the wet ponds indicate that the minimum
factor of safety requirements per NCDEQ are met for the downstream and upstream slopes which
include 2H:1V slopes as part of the wet pond embankment design. A detailed summary of the results
is included in Section 4.1 Slope Stability in this report.
• Slope Stability Analysis results with slope cross-sections are included in Appendix D of this report.
• Geotechnical recommendations for design and construction of proposed clay liners or clay cores,
retaining walls, pavements, and structures such as buildings, walls, and slabs are not included in the
scope of work of this report.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 2
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to provide geotechnical information for the design of the proposed
stormwater ponds. According to information provided to ECS, the proposed project consists of the
construction of two stormwater control measures consisting of wet ponds.
The recommendations developed for this report are based on the results of our subsurface exploration
and project information provided by Forest Ridge Subdivision, Inc. This report contains the results of our
subsurface exploration and laboratory testing programs, site characterization, engineering evaluation,
slope stability analyses, and recommendations for earthwork construction, including fill type, placement,
and compaction criteria.
1.2 SCOPE OF SERVICES
The purposes of this exploration were to explore the soil and groundwater conditions at the site and to
develop engineering recommendations to guide design and construction of the proposed project.
We accomplished the purposes of the study by:
• Reviewing the available publications concerning local geology of the site and performing a general
site reconnaissance.
• Drilling borings to explore the subsurface soil and groundwater conditions.
• Performing laboratory tests on selected representative soil samples from the borings to evaluate
pertinent engineering properties.
• Evaluating the field and laboratory data to develop appropriate engineering recommendations.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 33:6200, dated March 14, 2024, as
authorized by Kenneth Smith, Sr. of Forest Ridge Subdivision, Inc. on March 17, 2024, which includes our
Terms and Conditions of Service.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 3
2.0 PROJECT INFORMATION
This report is based on the following sources of information:
• Emails between Ken Smith Jr. with Smith Site Consultants, PLLC and Jack Cowsert and Victor
McDuffee with ECS between February 26, 2024 and March 14, 2024.
• "Preliminary Site Plan" prepared by Smith Site Consultants, PLLC dated February 26, 2024.
• "Wet Pond #1 Plan," Sheet C-09, prepared by Smith Site Consultants, PLLC dated February 20,
2024.
• "Wet Pond #2 Plan," Sheet C-10, prepared by Smith Site Consultants, PLLC dated February 20,
2024.
• Google Earth aerial photos dated between February 1993 and April 2023.
• Site and topographic information obtained from "Grading and Drainage Plan" prepared by Smith
Site Consultants, PLLC dated January 18, 2024.
• Geologic Map of North Carolina.
• Web Soil Survey Soil Map and soils data.
2.1 SITE INFORMATION
The site is located on the south side of Melody Lane and the west side of NC Highway 24 in Cameron, North
Carolina. A Site Location Diagram is provided in Appendix A(Figure 1).
Based on aerial photographs,the site has been cleared of trees and undergone initial grading as far as back
as April 2022. Adjacent to the site are wooded areas and residential properties. The existing grade is slightly
to moderately sloping with elevations ranging between 280 and 250 feet. The ESRI imagery below shows
the general existing conditions of the site.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 4
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Current Site Condition
2.2 PROPOSED CONSTRUCTION
The proposed project consists of the construction of two stormwater control measures consisting of wet
ponds. The proposed wet ponds will consist of fill embankments having 2H:1V slopes on the downstream
side of ponds and various benched slopes on the upstream side of ponds. The heights of the ponds vary
from 11 to 13 feet measured above the downstream embankment toes.
3.0 FIELD EXPLORATION AND LABORATORY TESTING
To explore the subsurface conditions at this site,five (5) soil test borings were performed in the proposed
wet pond areas to depths below existing grades as shown below.
Boring No. Proposed Structure/Site Boring Depth (feet)
Feature
ECS-01 to ECS-05 Wet Ponds#1 and#2 20
The borings were located by an ECS representative using a handheld GPS unit and their approximate
locations are shown on the Boring Location Diagram (Figure 2) in Appendix A. Our exploration procedures
are explained in greater detail in Appendix B including the insert titled Subsurface Exploration Procedure:
Standard Penetration Testing (SPT).
Please note that the ground surface elevations shown on the boring logs and cross sections were not
surveyed by a licensed surveyor. These elevations were interpolated using topographic information
obtained from the civil drawings provided to us. They should be considered approximate.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 5
3.1 SUBSURFACE CHARACTERIZATION
3.1.1 Regional Geology
The site is located within the Coastal Plain physiographic province. The Coastal Plain is typically
characterized by marine,alluvial,and aeolian sediments that were deposited during periods of fluctuating
sea levels and moving shorelines. Basal formations are typical of those laid down in a shallow sloping sea
bottom; dense sand, consolidated clay, limestone, chalk, marl, claystone, and sandstone. Overburden
soils include marine interbedded gravel,sand,silt,and clay. Many of the clays have been preconsolidated
by desiccation from frequent rising and lowering of the sea level and groundwater table. Alluvial gravel,
sand, silt, and clay are typically present near rivers and creeks.
The top of the coastal formations on the geologic map are typically on the order of 30 to 100 feet below
the ground surface, but can be less in the upper Coastal Plain near the fall line between the Piedmont and
Coastal Plain. They represent basal, relatively hard formations with consistency over large areas.
According to the 1985 Geologic Map of North Carolina, the site is underlain by the Middendorf of
Cretaceous age (Km). This formation consists of sand, sandstone, and mudstone; gray to pale gray with
an orange cast; clay balls and iron concretions common; beds laterally discontinuous, cross-bedding
common.
3.1.2 Soil Conditions
Data from the soil test borings is included on the logs in the Appendix B. The subsurface conditions
summarized below and those shown on the boring logs represent an estimate of the subsurface
conditions based on interpretation of the boring data using normally accepted geotechnical engineering
judgments. We note that the transition between different soil strata is usually less distinct than those
shown on the boring logs. Please refer to individual boring logs that are contained in Appendix B.
Stratum Description Ranges of
SPT(l)N-values
(bpf(2))
Topsoil — An approximate thickness of 6 to 7 inches of topsoil was encountered in the
N/A borings. Thicknesses are expected to be variable across the project site. Observed topsoil N/A
depths do not include root balls which could be significantly deeper.
Natural Soils— Beneath the topsoil are natural soils described as very loose to dense silty
II Sand/clayey Sand (SM/SC)and stiff to very stiff sandy lean Clay/fat Clay(CL/CH). 2 to 47
Notes: (1) Standard Penetration Testing.
(2) bpf—Blows per foot.
3.2 GROUNDWATER OBSERVATIONS
Groundwater seepage into the borings was not observed during the exploration at the depths explored.
Borehole caving was observed at approximate depths of 6 to 15 feet which may be an indicator of
groundwater presence. Variations in the long-term water table may occur as a result of changes in
precipitation, evaporation, surface water runoff, construction activities, and other factors.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 6
Southeastern Soil & Environmental Associates, Inc. performed a seasonal high groundwater table
evaluation at the site in 2023. The results of that study indicated the seasonal high groundwater level was
encountered at approximate depths ranging from 0 to 44 inches below existing ground surface, or at
approximate elevations ranging from EL 255.16 to 273.63 feet. For additional information, please refer
to the Seasonal High Water Table (SHWT) evaluation letter prepared by Southeastern Soil &
Environmental Associates, Inc., dated May 31, 2023 contained in Appendix D.
3.3 LABORATORY TESTING
The samples recovered from the borings were visually classified on the basis of texture and plasticity in
accordance with ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual
Procedures) and including USCS classification symbols, and ASTM D2487 Standard Practice for
Classification for Engineering Purposes(Unified Soil Classification System (USCS)). After classification,the
samples were grouped in the major zones noted on the boring logs in Appendix B.The group symbols for
each soil type are indicated in parentheses along with the soil descriptions. The stratification lines
between strata on the logs are approximate; in situ,the transitions may be gradual.
Classification and index property tests were performed by ECS on representative soil samples obtained
from the test borings to aid in classifying soils according to the Unified Soil Classification System and to
quantify and correlate engineering properties. This testing included moisture content, Atterberg limits,
and percent fines passing the No. 200 sieve. Triaxial compression tests were also performed on
undisturbed Shelby tube samples to provide the soil shear strength parameters used to evaluate the
stability of the wet pond embankments. The results of the laboratory testing program are included in
Appendix C.
4.0 DESIGN RECOMMENDATIONS
4.1 SLOPE STABILITY
Slope Design Parameters: Based on proposed grades of the wet ponds and the results of the borings, it
appears that the soils located in proposed cut areas are being considered for potential use as fill to
construct the proposed wet pond fill slopes.These soils include both cohesive and granular materials.To
characterize these soils as well as the existing soils that underly the proposed wet ponds, we have
evaluated the results of the Atterberg limits,triaxial compression, moisture content,and unit weight tests
to model the wet pond slopes using the shear strength parameters shown below.
SOIL PARAMETERS FOR SLOPE STABILITY ANALYSES—WET PONDS 1&2
Unit Undrained—Total Stress— Drained—Effective Stress—
Weight Short Term Long Term
Material Description (pcf) Cohesion
(p ) Friction Angle CO(psf)n
Friction Angle
sf
1—New Fill (Clay) 120 600 0 150 30°
2—Silty Sand/Clayey Sand 125 0 32° 0 32°

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 7
Slope Stability Analyses: The global stability analyses were performed using the commercially produced
two-dimensional computer slope stability program SLIDE. The factors of safety were calculated and
evaluated based on potential circular failure surfaces using the Modified Bishop Method.
The cross-sections of the wet ponds were provided on "Wet Pond #1 Plan" and "Wet Pond #2 Plan,"
prepared by Smith Site Consultants, PLLC dated February 20, 2024. A summary of the slope stability
analyses are presented below.
SUMMARY OF SLOPE STABILITY ANALYSES—WET POND 1
Lowest Minimum Factor of
Loading Condition Description Factor of Safety as Required
Safety** by NCDEQ*
End of Construction 11-ft tall,fill slope,2H:1V(downstream) 2.12 1.25
Steady State Seepage 11-ft tall,fill slope,2H:1V(downstream) 1.55 1.5
*NCDEQ Subchapter 2K—Dam Safety,Section.0100—General Provisions, 15A NCAC 02K.0208—Structural Stability and
Slope Protection,Item(b)
**Sudden Drawdown Lowest Factor of Safety=1.33 which is greater than minimum factor of safety as required by NCDEQ
of 1.25.
SUMMARY OF SLOPE STABILITY ANALYSES—WET POND 2
Lowest Minimum Factor of
Loading Condition Description Factor of Safety as Required
Safety by NCDEQ*
End of Construction 13-ft tall,fill slope, 2H:1V(downstream) 2.03 1.25
Steady State Seepage 13-ft tall,fill slope,2H:1V(downstream) 1.58 1.5
*NCDEQ Subchapter 2K—Dam Safety,Section.0100—General Provisions, 15A NCAC 02K.0208—Structural Stability and
Slope Protection,Item(b)
**Sudden Drawdown Lowest Factor of Safety=2.05 which is greater than minimum factor of safety as required by NCDEQ
of 1.25.
Based on the above results, the proposed slopes at the design grades indicated all exhibited factors of
safety exceeding the minimum factors of safety for global stability as required by NCDEQ. The slope
stability analyses sections are included in Appendix D.
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, existing fill, and soft,
loose, or unsuitable materials from the proposed areas of construction, and 5 feet beyond the toe of
Engineered Fills. Borings performed in "undisturbed"areas of the site contained an observed 6 to 7 inches
of topsoil. Deeper topsoil or organic laden soils may be present in wet, low-lying,and poorly drained areas.
In wooded areas, the root balls may extend as deep as about 2 feet and will require additional localized
stripping depth to completely remove the organics. ECS should be retained to verify that topsoil and

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 8
unsuitable surficial materials have been removed prior to the placement of Engineered Fill or construction
of structures.
5.1.2 Removal of Utilities
Below ground construction/utilities in the vicinity of the proposed wet ponds should be removed prior to
the initiation of new construction. We suggest that available information regarding the existing utilities
at the site be reviewed prior to construction.
Excavations resulting from the removal of the above items should be backfilled with new Engineered Fill
as discussed in the following section of this report. This should be observed on a full-time basis by a
representative of ECS to document that the unsuitable materials have been removed and that the
subgrade is suitable for support of the proposed construction and/or fills.
5.1.3 Proofrolling
Prior to fill placement or other construction on subgrades,the subgrades should be evaluated by ECS. The
exposed subgrade should be thoroughly proofrolled with construction equipment having a minimum axle
load of 10 tons [e.g. fully loaded tandem-axle dump truck]. Proofrolling should be traversed in two
perpendicular directions with overlapping passes of the vehicle under the observation of ECS. This
procedure is intended to assist in identifying localized yielding materials.
Where proofrolling identifies areas that are yielding or "pumping," those areas should be repaired prior
to the placement of subsequent Engineered Fill or other construction materials. Methods of stabilization
include undercutting, moisture conditioning, or chemical stabilization. The situation should be discussed
with ECS to determine the appropriate procedure. Test pits may be excavated to explore the shallow
subsurface materials to help in determining the cause of the observed yielding materials, and to assist in
the evaluation of appropriate remedial actions to create a firm and unyielding subgrade.
5.1.4 Site Temporary Dewatering
The contractor should make their own assessment of temporary dewatering needs based upon the limited
subsurface groundwater information presented in this report. Soil sampling is not continuous, and thus
soil and groundwater conditions may vary between sampling intervals (typically 5 feet). If the contractor
believes additional subsurface information is needed to assess dewatering needs,they should obtain such
information at their own expense. ECS makes no warranties or guarantees regarding the adequacy of the
provided information to determine dewatering requirements; such recommendations are beyond our
scope of services.
5.1.5 Slope Construction
Within construction areas, we recommend temporary cut slopes without seepage be constructed no
steeper than 1.5H:1V. Permanent fill or cut slopes in the existing site soils without seepage should be
designed no steeper than 2H:1V for slopes heights of 20 feet or less.
During construction, slopes should be regularly evaluated for signs of movement, seepage, or an unsafe
condition. Soil slopes should be covered for protection from rain, and surface runoff condition.
Stormwater runoff should be diverted away from the slopes. For erosion protection, a protective cover

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 9
of grass or other vegetation should be established on permanent soil slopes as soon as possible. We
recommend using erosion blankets on slopes greater than 20 feet in height for erosion protection.
5.2 EARTHWORK OPERATIONS
5.2.1 Excavation Considerations
Excavation Safety: Excavations and slopes should be made and maintained in accordance with OSHA
excavation safety standards. The contractor is solely responsible for designing and constructing stable,
temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and
slopes as required to maintain stability of both the excavation sides and bottom. The contractor's
responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations
as part of the contractor's safety procedures. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local, state, and
federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not
assuming responsibility for construction site safety or the contractor's activities; such responsibility is not
being implied and should not be inferred.
Excavatability: Based on the assumed design grades, we anticipate that most of the natural soils
encountered in the test borings can be removed with conventional earth excavation equipment such as
track-mounted backhoes, loaders, or bulldozers.
5.2.2 Suitability of On-Site Soils for Reuse as Engineered Fill
On-Site Borrow Suitability:The on-site soils meeting the classifications for recommended Engineered Fill,
plus meeting the restrictions on separation distances, organic content, and debris, may be used as
Engineered Fill. We anticipate that most of the soils encountered in the borings within the anticipated
excavation depths to be suitable for use as Engineered Fill.
Engineered Fill Materials: Materials for use as Engineered Fill should consist of inorganic soils with the
following engineering properties and compaction requirements.
ENGINEERED FILL SOIL INDEX PROPERTIES
Subject Property*
Soil Classification CL, ML,SM,SC,SW,SP,
GW,GM or GC
Max. Particle Size 3 inches
LL and PI for Fill in Building and Pavement Areas LL<40, PI<20
Minimum dry unit weight(in place) >95 pcf
Max. organic content 4%by dry weight
*Highly plastic soils such as fat clays(CH)and elastic silts(MH)may only be used for earthen embankment
construction.CH and MH soils are not suitable for backfill of structures such as slabs,pavements, walls,
buildings and utilities.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 10
ENGINEERED FILL COMPACTION REQUIREMENTS
Subject Requirement
Compaction Standard Standard Proctor,ASTM D698
Required Compaction 95%of Max. Dry Density
(98%in the top 1 foot)
+3%points of the soil's optimum
Moisture Content value
Loose Thickness 8 inches prior to compaction
Poor Quality Fill Materials: Poor quality fill materials include materials which do not satisfy the
requirements for Engineered Fill materials, such as topsoil, organic materials, debris,and debris-laden fill.
Highly plastic soils such as ELASTIC SILT (MH) and FAT CLAY (CH) should not be used for backfill for
structures such as buildings, slabs, walls, pavements, and utilities.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved soils,
and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of
placement, and frozen or frost-heaved soils should be removed prior to placement of Engineered Fill or
other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and
moisture conditioned. Fill material should be placed in horizontal lifts. Proper drainage should be
maintained during the earthwork phases of construction to avoid ponding of water which can lead to
degradation of the subgrade soils.
Subgrade Benching: In fill areas, new soil embankments should be constructed from the bottom up. End
dumping from the top of the slope should not be permitted. Fill should not be placed on ground with a
slope steeper than 5H:1V. Where steeper slopes exist, the ground should be benched to allow for fill
placement on a horizontal surface. Each fill layer should be benched into the existing slope for stability.
5.3 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for
support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Loose or
unsuitable materials encountered should be removed and replaced with suitable compacted Engineered
Fill, or pipe stone bedding material.
Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than that
specified by the civil engineer's project drawings and specifications. We recommend that the bedding
materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as
backfill over the utilities, should satisfy the requirements for Engineered Fill and Fill Placement.
5.4 ADDITIONAL CONSIDERATIONS
During the cooler and wetter periods of the year, delays and additional earthwork costs should be
anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of
mechanical manipulation and the use of chemical additives, such as lime or cement, to lower moisture
contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as
the summer months, moisture may need to be added to the soil to provide adequate moisture for
successful compaction according to the project requirements.

Forest Bridge Commons—Wet Ponds April25,2024
ECS Project No.33:6813 Page 11
Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction
equipment, and to control and remove surface water from development areas, including structural and
pavement areas.
Positive site drainage should be maintained during earthwork operations,which should help maintain the
integrity of the soil. Placement of fill on the near surface soils, which have become saturated, could be
very difficult. When wet,these soils will degrade quickly with disturbance from contractor operations and
will be extremely difficult to stabilize for fill placement.
Where unacceptable materials are encountered, they must be evaluated and may need to be undercut and
replaced or improved by re-compaction.
The surface of the site should be kept properly graded to enhance drainage of the surface water away
from the proposed development areas during the construction phase. We recommend that an attempt
be made to enhance the natural drainage without interrupting its pattern.
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation, express or implied, and no warranty or guarantee is included or intended in this
report. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the
data in this report.
The description of the proposed project is based on information provided to ECS by Forest Ridge
Subdivision, Inc. If any of this information is inaccurate or changes, either because of our interpretation
of the documents provided or site or design changes that may occur later, ECS should be contacted so we
can review our recommendations and provide additional or alternate recommendations that reflect the
proposed construction.
We recommend that ECS review the final project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation.We recommend
that the owner retain these quality assurance services and that ECS be allowed to continue our
involvement throughout these critical phases of construction to provide general consultation as issues
arise. We would be pleased to provide an estimated cost for these services at the appropriate time.
This report is provided for the exclusive use of Forest Ridge Subdivision, Inc. and their project specific
design team. This report is not intended to be used or relied upon in connection with other projects or
by other third parties. ECS disclaims liability for any such third-party use or reliance without express
written permission.

APPENDIX A— Diagrams & Reports
Site Location Diagram
Boring Location Plan
Generalized Subsurface Profiles

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FOREST BRIDGE COMMONS - WET PONDS - SLOPE STABILITY SCALEAS NOTED
PROJECT NO.
33:6813
57 MELODY LANE, CAMERON, NORTH CAROLINA FIGURE1 OF 1
DATE
FOREST RIDGE SUBDIVISION, INC. 4/24/2024

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2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. [FINES CONTENT°!°] Y WL(Completion) - Possible Fill
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Forest Bridge Commons-Wet Ponds-Slope Stability
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS t BOTTOM OF CASING 7 WL(Seasonal High Water) Probable Fill Forest Ridge Subdivision,Inc.
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CX LOSS OF CIRCULATION Q WL(Stabilized) El Rock
57 Melody Lane,Cameron,North Carolina,28326
Project No: 33:6813 I Date: 04/24/2024

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-i:; 11 266
1.1.4.-,•:: -
.}:1
265 ' 265
Legend Key 14
Topsoil 264 264
SC 263 263
262 262
SM
261 261
CL 10
1 1 1 1 -
260 14 EoB @ 20 260
258.00 f ::,
259 EoB�@ za 259
1.0 o
co
In M co
W N
Notes: Plastic Limit Water Content Liquid Limit S7 WL(First Encountered) - Fill
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. X GENERALIZED SUBSURFACE PROFILE B-B'
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. [FINES CONTENT%] Y WL(Completion) - Possible Fill
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. TS
Forest Bridge Commons-Wet Ponds-Slope Stability
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS t BOTTOM OF CASING 7 WL(Seasonal High Water) Probable Fill Forest Ridge Subdivision,Inc.
PER FOOT(ASTM D1586).
CM LOSS OF CIRCULATION Q WL(Stabilized) - Rock 57 Melody Lane,Cameron,North Carolina,28326
Project No: 33:6813 I Date: 04/24/2024

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
Boring Logs

TS REFERENCE NOTES FOR BORING LOGS
MATERIAL12 I DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
SS Split Spoon Sampler PM Pressuremeter Test
ASPHALT
ST Shelby Tube Sampler RD Rock Bit Drilling
WS Wash Sample RC Rock Core, NX,BX,AX
CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery%
(' o PA Power Auger(no sample) RQD Rock Quality Designation%
;o;Pe; GRAVEL HSA Hollow Stem Auger
TOPSOIL
PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
Boulders 12 inches(300 mm)or larger
I
BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
0 o Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
p oo o` AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm(No.4 sieve to inch)
i Sand: Coarse
It � 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm(No.40 to No. 10 sieve)
w + gravel-sand mixtures,little or no fines
Q�o '� ("Fines") <0.074 mm(smaller than a No.Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
0 GP POORLY-GRADED GRAVEL Silt&Clay200 sieve)
I
0 c gravel-sand mixtures,little or no fines
�
a
C � GM SILTY GRAVEL
o 0 „„ gravel-sand-silt mixtures COHESIVE SILTS&CLAYS COARSE FINE
P 1,A
RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL UNCONFINED ems (%)8
, AMOUNT
gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY
■ o SW WELL-GRADED SAND STRENGTH• ,OP4 (BPF) (COHESIVE)• Trace <5 <5
o • x gravelly sand,little or no fines <0.25 <2 Very Soft
SP POORLY-GRADED SAND 0.25-<0.50 2-4 Soft With 10-20 10-25
: : . gravelly sand,little or no fines 0.50-<1.00 5-8 Firm Adjective 25-45 30-45
1 .• SM SILTY SAND 1.00-<2.00 9-15 Stiff (ex:"Silty")
• sand-silt mixtures
2.00-<4.00 16-30 Very Stiff
SC CLAYEY SAND 4.00-8.00 31 -50 Hard
:• : X sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT
non-plastic to medium plasticity
GRAVELS,SANDS&NON-COHESIVE SILTS V WL(First Encountered)
MH ELASTIC SILT
high plasticity SPT6 DENSITY V WL(Completion)
rI/' i CL LEAN CLAY <5 Very Loose
J low to medium plasticity 5-10 Loose _v_ WL(Seasonal High Water)
11 -30 Medium Dense
// /// CH highFAT plastiCLAYcity 31 -50 Dense I V WL(Stabilized)
///5 OL ORGANIC SILT or CLAY >50 Very Dense
non-plastic to low plasticity
5 $ $ OH ORGANIC SILT or CLAY
high plasticity FILL AND ROCK
a r PT PEAT
- .. r, .L highly organic soils
FILL POSSIBLE FILL PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17(Visual-Manual Procedure)unless noted otherwise.
2To be consistent with general practice,"POORLY GRADED"has been removed from GP,GP-GM,GP-GC,SP,SP-SM,SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol[Ex:(SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot(tsf).
6Standard Penetration Test(SPT)refers to the number of hammer blows(blow count)of a 140 lb.hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches(ASTM D 1586)."N-value"is another term for"blow count"and is expressed in blows per foot(bpf).SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol.The measurements are relatively reliable
when augering,without adding fluids,in granular soils.In clay and cohesive silts,the determination of water levels may require several days for the
water level to stabilize. In such cases,additional methods of measurement are generally employed.
'Minor deviation from ASTM D 2488-17 Note 14.
$Percentages are estimated to the nearest 5%per ASTM D 2488-17.
Reference Notes for Boring Logs(09-02-2021).doc ©2021 ECS Corporate Services,LLC.All Rights Reserved

SUBSURFACE EXPLORATION PROCEDURE:
STANDARD PENETRATION TESTING (SPT)
ASTM D 1586
Split-Barrel Sampling
Standard Penetration Testing, or SPT, is the most frequently used
subsurface exploration test performed worldwide. This test provides
samples for identification purposes, as well as a measure of penetration
resistance, or N-value. The N-Value, or blow counts, when corrected and
correlated, can approximate engineering properties of soils used for
geotechnical design and engineering purposes.
SPT Procedure:
• Involves driving a hollow tube (split-spoon) into
the ground by dropping a 140-lb hammer a height
of 30-inches at desired depth
• Recording the number of hammer blows required IL
,.,
to drive split-spoon a distance of 18-24 inches (in 3: • p:: .� '
mac- •
- �
or 4 Increments of 6 inches each) I -A
•
• Auger is advanced* and an additional SPT is per-
formed
• One SPT typically performed for every two to five
feet. An approximate 1.5 inch diameter soil sam- 7 a
ple is recovered.
*Drilling Methods May Vary— The predominant drilling �' -
methods used for SPT are open hole fluid rotary drilling and "1—
hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Forest Ridge Subdivision,Inc. 33:6813 ECS-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Forest Bridge Commons-Wet Ponds-Slope Stability Bridger Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
57 Melody Lane,Cameron,North Carolina,28326
LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: 1.35.247943 -79.028834 250.0 BOTTOM OF CASING
A LIQUID LIMIT
CC 2 ® STANDARD PENETRATION BLOWS/FT X PLASTIC LIMIT
m it Z J LL * 10 20 30 40 50
I 2 } r = LU 'CD N 20 40 60 80 100
I— v1 > LU Z ? 3 ROCK QUALITY DESIGNATION&RECOVERY CALIBRATED PENETROMETER
a Z Lu d o CC
DESCRIPTION OF MATERIAL w o > — RQD nF 2 3 4 5
O J
w Q w m Z REC •WATER CONTENT%
O Q N Q K LJL, V MODIFIED CALIFORNIA SAMPLER [FINES CONTENT]%
V) LO BLOWS/FT 10 20 30 40 50
10 20 30 40 50
Topsoil Thickness[6.001
(SC)CLAYEY SAND,gray,moist to dry, 1-2-WOH
_ S-1 SS 18 18 very loose to medium dense — (2) c� a9
�i,;- _ [49.7%]
i...-
— 7-7-11
_ S-2 SS 18 18 - (18)
8
5 245—
_ 6-8-11
_ S-3 SS 18 18 n. — (19)
9
•
6-11-16
S-4 SS 18 18 - (27)
• '7
10 240—
S 5 SS 18 18 (CL)LEAN CLAY,trace sand,brown-gray, , — 10-19-20
�,
/
15 -
dry,hard 235— (39) 9
_
r' -
S-6 SS 18 18 (SC)CLAYEY SAND,brown-gray,moist, — 13-23-24
ON
dense (47) 47
20 END OF BORING AT 20 FT 230
25— 225—
30— 220—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Mar 29 2024 CAVE IN DEPTH: 11.20
Y WL(Completion) DRY BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 29 2024 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:2Z WL(Stabilized) ATV Rig VM2 DRILLING METHOD:2-1/4"Hollow stem auger
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Forest Ridge Subdivision,Inc. 33:6813 ECS-02 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Forest Bridge Commons-Wet Ponds-Slope Stability Bridger Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
57 Melody Lane,Cameron,North Carolina,28326
LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: 1.35.248698 -79.028726 258.0 BOTTOM OF CASING
A LIQUID LIMIT
CC 2 ® STANDARD PENETRATION BLOWS/FT X PLASTIC LIMIT
LU
CO itZ Z J LL * 10 20 30 40 50
I 2 }I— 1,1 r >= LU 'CD N 20 40 60 80 100
LU Z ? 3 ROCK QUALITY DESIGNATION&RECOVERY CALIBRATED PENETROMETER
a Z Lu d o L, DESCRIPTION OF MATERIAL w o > — RQD nF 2 3 4 5
O J
w Q w m Z REC •WATER CONTENT%
O Q N Q K LJL, V MODIFIED CALIFORNIA SAMPLER [FINES CONTENT]%
V) V) BLOWS/FT 10 20 30 40 50
10 20 30 40 50
Topsoil Thickness[7.001 -
(CL)LEAN CLAY,orange-tan,moist,stiff _ 3-4-5
_ S-1 SS 18 18 — (9) k.
r'
S-2 SS 18 18 ..: —- -6-7
- (13)3)11 c.
5 /, 253— 3
/!.
- S 3 SS 18 18 (CL)SANDY LEAN CLAY,trace silt,brown- /1 - 8-10-12
f/. (22) 47
gray,dry,very stiff — '2
_- S-4 SS 18 18 (SC)CLAYEY SAND,gray,dry,medium — 8-12-13- (25) e.
10 dense 248— 25
•
- 5-8-10
_ S-5 SS 18 18 • - (18) c„
a
15 243—
- 8-11-18
_ S-6 SS 18 18 - (29) 0
29
20 END OF BORING AT 20 FT 238
25— 233—
30— 228—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Mar 29 2024 CAVE IN DEPTH: 11.20
Y WL(Completion) DRY BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 29 2024 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:2Z WL(Stabilized) ATV Rig VM2 DRILLING METHOD:2-1/4"Hollow stem auger
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Forest Ridge Subdivision,Inc. 33:6813 ECS-03 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Forest Bridge Commons-Wet Ponds-Slope Stability Bridger Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
57 Melody Lane,Cameron,North Carolina,28326
LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: 1.35.248204 -79.028652 256.0 BOTTOM OF CASING
A LIQUID LIMIT
CC 2 ® STANDARD PENETRATION BLOWS/FT X PLASTIC LIMIT
m it Z-- _i LL * 10 20 30 40 50
I 2 } r = Lu 'CD N 20 40 60 80 100
I— U1 > Lu Z ? 3 ROCK QUALITY DESIGNATION&RECOVERY CALIBRATED PENETROMETER
a Z Lu d o L, DESCRIPTION OF MATERIAL w o > — RQD nF 2 3 4 5
O
w Q w m Z REC •WATER CONTENT%
O Q N Q K LJL, V MODIFIED CALIFORNIA SAMPLER [FINES CONTENT]%
V) LO BLOWS/FT 10 20 30 40 50
10 20 30 40 50
Topsoil Thickness[7.001 ' C
(CH)FAT CLAY WITH SAND,tan-orange '•°; —
_ S-1 SS 18 18 to gray,moist,stiff +,' — 2 9 s '.
F's s -
18 t.,'' 3-6-6
18 S-2 SS (12) o•
5 //, 251
(SC)CLAYEY SAND,tan-gray,dry to •t - 6-8-14
- S-3 SS 18 18 moist,medium dense — (22) %2
— — 6-11-14
S-4 SS 18 18 - (25) 0
• 25
10 246—
- 6-8-10
_ S-5 SS 18 18 • - (18) e.
18
15 241—
- 6-8-8
- S-6 55 18 18 (16) `-
16
20 END OF BORING AT 20 FT 236—
25— 231-
30— 226—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Mar 29 2024 CAVE IN DEPTH:
Y WL(Completion) DRY BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 29 2024 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:2Z WL(Stabilized) ATV Rig VM2 DRILLING METHOD:2-1/4"Hollow stem auger
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Forest Ridge Subdivision,Inc. 33:6813 ECS-04 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FE
Forest Bridge Commons-Wet Ponds-Slope Stability Bridger Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
57 Melody Lane,Cameron,North Carolina,28326
LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: 1.35.249884 -79.027762 279.0 BOTTOM OF CASING
A LIQUID LIMIT
cc 2 ® STANDARD PENETRATION BLOWS/FT X PLASTIC LIMIT
m it Z _i LL * 10 20 30 40 50
I 2 } r — w 'co N 20 40 60 80 100
I— v1 > LL, Z 3 ROCK QUALITY DESIGNATION&RECOVERY 0 CALIBRATED PENETROMETER
a Z Lu d o CC
DESCRIPTION OF MATERIAL w o > — RQD TSF 2 3 4 5
Q J
w Q w m Z REC •WATER CONTENT%
O Q N Q LJL, V MODIFIED CALIFORNIA SAMPLER [FINES CONTENT]%
LO BLOWS/FT 10 20 30 40 50
10 20 30 40 50
Topsoil Thickness[6.001 /`' -
(SM)SILTY SAND,brown,moist,very — 2-2-1
_ S-1 SS 18 18 loose — (3) 'e
1-1-1
_ S-2 SS 18 18 - (2)
5 274—
- S 3 SS 18 18 (SC)CLAYEY SAND,gray and orange, _ 1-2-4
moist,loose to medium dense —
(6) *
•
— — 3-5-6
S-4 SS 18 18 - (11)
• 1
10 269-
-
— 4-6-8
_ S-5 SS 18 18 • - (14) e:
14
15 264—
— 4-6-8
_ S-6 55 18 18 - (14) A
14
20 END OF BORING AT 20 FT 259
25— 254—
30— 249—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Mar 29 2024 CAVE IN DEPTH: 15.00
Y WL(Completion) DRY BORING
Mar 29 2024 HAMMER TYPE: Auto
7 WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY:2Z WL(Stabilized) ATV Rig VM2 DRILLING METHOD:2-1/4"Hollow stem auger
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Forest Ridge Subdivision,Inc. 33:6813 ECS-05 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FE
Forest Bridge Commons-Wet Ponds-Slope Stability Bridger Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
57 Melody Lane,Cameron,North Carolina,28326
LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: 1.35.250241 -79.027931 280.0 BOTTOM OF CASING
A LIQUID LIMIT
CC ® STANDARD PENETRATION BLOWS/FT X PLASTIC LIMIT
L.
it Z Z _, LL * 10 20 30 40 50
I 2 } r — L. 'co N 20 40 60 80 100
F- U1 > LU Z 3 ROCK QUALITY DESIGNATION&RECOVERY LJ CALIBRATED PENETROMETER
a Z d o DESCRIPTION OF MATERIAL w o > — RQD TSF 2 3 4 5
Q J
w d < LU Q w
O N m Z REC •WATER CONTENT%
Q Q K LJL, V MODIFIED CALIFORNIA SAMPLER [FINES CONTENT]%
uo LO BLOWS/FT 10 20 30 40 50
10 20 30 40 50
Topsoil Thickness[7.00'] -
(SC)CLAYEY SAND,brown,moist,very 1-1-1
_ S-1 SS 18 18 loose — (2) .
/:- . -
(CL)SANDY LEAN CLAY,brown,moist, — 8-10-8
- S-2 SS 18 18
` - (18) i;•
5 very stiff 275— 18
r
- S 3 SS 18 18 (SC)CLAYEY SAND,gray,moist to dry, _ 3-3-6 2z,< 3$
e,.
loose to medium dense _- (9) 9 19.4 [44.8%]
— — 3-2-2
S-4 SS 18 18 - (4) es
10 • 270-
-
— 2-5-6
_ S-5 SS 18 18 • - Ill) $:
11
15 265-
-
— 3-5-5
_ S-6 55 18 18 - 110) ••.-
10
20 END OF BORING AT 20 FT 260—
25— 255—
30— 250—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) BORING STARTED: Mar 29 2024 CAVE IN DEPTH: 6.80
Y WL(Completion) DRY BORING
Mar 29 2024 HAMMER TYPE: Auto
7 WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY:2Z WL(Stabilized) ATV Rig VM2 DRILLING METHOD:2-1/4"Hollow stem auger
GEOTECHNICAL BOREHOLE LOG

APPENDIX C — Laboratory Testing
Laboratory Test Results Summary
Plasticity Chart
Triaxial Compression Test Results

Laboratory Testing Summary
Page 1 of 1
Atterberg Limits3
Percent
Sample Sample Start End Sample MC Soil Passing , Wet Dry Density CBR Organic
Depth Depth Distance 2 Density 5 Content
ype
Source Number (%) T No. 200 (pcf) Value
(feet) (feet) (feet) LL PL PI 4 (pcf) (%)
Sieve
ECS-01 S-1 1.0 2.5 1.5 18.9 , SC 42 19 23 49.7 1
ECS-03A D3S-31 2.0 4.0 2.0 22.6 CH 51 20 31 84.8 128.9 106.7 _
ECS-04A D3S-32 2.0 4.0 2.0 21.6 , SM 23 20 3 26.9 128.9 107.8
ECS-05 S-3 6.0 7.5 1.5 19.4 SC 38 22 16 44.8
Notes: 1.ASTM D 2216, 2.ASTM D 2487, 3.ASTM D 4318, 4.ASTM D 1140, 5.See test reports for test method, 6.See test reports for test method
Definitions: MC:Moisture Content, Soil Type:USCS(Unified Soil Classification System), LL:Liquid Limit, PL:Plastic Limit, PI:Plasticity Index,CBR:California Bearing Ration, OC:Organic Content(ASTM D 2974)
Project No.: 33:6813 _ ECS Southeast, LLC - Fayetteville
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability 6151 Raeford Road,Suite A
PM: Victor McDuffee Fayetteville,NC 28304
PE: John Kent Phone: [phone]
Printed On: April 22,2024 Fax: [phone]

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
50
A o�0
T 40
T 30
Y
N
D �
E 20 X `•
O r
0, •
,/
10 ,/
CL Mi. ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
TEST RESULTS(ASTM D4318-10(MULTIPOINT TEST))
Sample Sample Sample LL PL PI %<#40 %<#200 AASHTO USCS Material Description
Location Number Depth(ft)
ECS-01 S-1 1.00-2.50 42 19 23 49.7 (SC)CLAYEY SAND,Light Grey
• ECS-05 S-3 6.00-7.50 38 22 16 44.8 (SC)CLAYEY SAND,Yellowish Brown
Project: Forest Bridge Commons-Wet Ponds-Slope Stability Project No.: 33:6813
Client: Forest Ridge Subdivision,Inc. Date Reported:4/10/2024
a Office/Lab Address Office Number/Fax
SETS
6151 Raeford Road [phone]
ECS Southeast LLC-Fayetteville Suite A
Fayetteville, NC 28304 [phone]
Tested by Checked by Approved by Date Received
screech acreech acreech 4/4/2024

5260 Greens Dairy Rd.
ASTM D4767-11 ECS Southeast, LIP
Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
-'1 .. Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds- Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2-4'
Description: (CH) FAT CLAY WITH SAND, Yellowish Grey
Tested By: AC Calculated By: AC Reviewed By: AC
50
45
40
35
d 30
uJ
w
N 25
0
I
w 20
0
15
10
L�
•
0 2 4 6 8 10 12 14 16 18
STRAIN%
5 PSI ■ 10 PSI —A—20 PSI --4-- AU1(psi) --■-- AU2(psi) --A-- AU3(psi)
25
a = 1.06 a= 29 1'
20 1.27 psi rg= 33.8
15
_o '�
10 SIN G=TAN a
a
I C= —
5 COS
0
0 5 10 15 20 25 30 35 40 45 50

5260 Greens Dairy Rd.
ASTM D4767-11 ECS Southeast, LLP
Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds- Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2 -4'
Description: (CH) FAT CLAY WITH SAND, Yellowish Grey _
Tested By: AC Calculated By: AC Reviewed By: AC
30 —
25 = Mohr Total
C = 0.52 psi
20 - = 26.0 °
0-15
r 10 .
-4K
5 .4'"
0
0 10 20 30 40 0(psi) 50 60 70 80 90 100
+5 PSI --10 PSI f20 PSI Mohr Total
30 -
25 Mohr Effec.
C' = 1.27 psi
20
0' = 33.8°
•
8-15
N
10
5
0 10 20 30 40 0(psi) 50 60 70 80 90 100
—6—5 PSI f 10 PSI —A—20 PSI —Mohr Effective
5 PSI 10 PSI 20 PSI
• - is. ,.,/

ECS Southeast, LLP
5260 Greens Dairy Rd.
ASTM D4767-11 Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds - Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2 -4'
Description: (CH) FAT CLAY WITH SAND, Yellowish Grey
Tested By: AC Calculated By: AC Reviewed By: AC
LL: 51 PI: 31 % -#200: 84.8 USCS: CH
Sample Information: Specimen A Specimen B Specimen C
Sample Condition: Undisturbed Undisturbed Undisturbed
Average Height (in): 6.020 6.127 5.986
Average Diameter (in): 2.832 2.831 2.828
Initial Wet Weight Soil + Ring(g): 1275.58 1304.35 1275.03
Weight of Ring (g): 0.00 Final 0.00 Final 0.00 Final
Wet Weight of Soil (g): 1275.58 1265.33 1304.35 1285.77 1275.03 1249.76
Specific Gravity: 2.70 Assumed 2.70 Assumed 2.70 Assumed
Moisture Content: Initial Final Initial Final Initial Final
Wet Weight Soil +Tare (g): 349.00 1672.12 322.50 1739.01 298.40 1681.44
Dry Weight Soil +Tare (g): 303.20 1447.05 281.00 1507.77 260.80 1460.68
Tare Weight (g): 80.80 396.94 80.81 399.38 80.77 391.88
Moisture Content (%): 20.6 21.4 20.7 20.9 20.9 20.7
Area (in2): 6.299 6.299 6.295 6.295 6.281 6.281
Volume (ft3): 0.022 0.022 0.022 0.022 0.022 0.021
Wet Density(pcf): 128.1 128.9 128.8 128.9 129.2 129.2
Dry Density(pcf): 106.3 106.2 106.7 106.7 106.9 107.1
Weight of Solids (g): 1042.0 1063.8 1035.8
Volume of Solids (cc): 385.9 394.0 383.6
Volume of Voids (cc): 235.5 226.7 238.0 228.6 232.5 220.1
Saturation (%): 91.1 98.5 92.7 97.1 93.0 97.2
Void Ratio: 0.61 0.59 0.60 0.58 0.61 0.57
Consolidation Data:
Pore Pressure Response (%): 97 97 97
Vertical Dial Readings
Initial Dial Reading (mil): 205 264 225
After Saturation (mil): 262 313 259
After Consolidation (mil): 290 355 346
Burrette Readings
Initial (mil): 10.00 10.00 20.00
Final (mil): 3.78 0.57 2.32
Testing Parameters:
Cell Pressure (psi) 55 60 70
Back Pressure (psi) 50 50 50
Eff. Confining Pressure (psi) 5 10 20
Height After Consolidation (in) 5.935 6.036 5.865

ECS Southeast, LLP
C Gregh, Dairy d.
16 ASTM D4767-11 5260 Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
n Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2-4'
Description: (CH)FAT CLAY WITH SAND,Yellowish Grey
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen A _
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) AU (psi) a7 a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 17.6 50.0 0.00 2.8 0.00 7.83 5.04 1.55 0.00 6.44 1.40
0.000 17.6 50.0 0.00 2.8 0.00 7.83 5.04 1.55 0.00 6.44 1.40
0.005 42.5 51.1 0.09 6.7 1.12 10.66 3.92 2.72 0.17 7.29 3.37
0.017 48.4 52.0 0.29 7.7 2.00 10.70 3.04 3.52 0.27 6.87 3.83
0.023 50.1 52.2 0.38 7.9 2.24 10.72 2.80 3.83 0.29 6.76 3.96
0.028 51.2 52.4 0.48 8.1 2.48 10.64 2.56 4.16 0.32 6.60 4.04
0.034 52.0 52.6 0.58 8.2 2.64 10.60 2.40 4.43 0.33 6.50 4.10
0.046 53.1 52.8 0.78 8.4 2.88 10.52 2.16 4.88 0.36 6.34 4.18
0.070 55.1 53.0 1.18 8.6 3.04 10.64 2.00 5.34 0.36 6.32 4.32
0.094 56.7 53.1 1.59 8.9 3.13 10.77 1.92 5.63 0.36 6.34 4.43
0.124 59.2 53.1 2.10 9.2 3.17 11.07 1.88 5.90 0.35 6.47 4.60
0.148 61.6 53.0 2.49 9.5 3.08 11.49 1.96 5.88 0.33 6.72 4.77
0.195 66.9 53.0 3.29 10.3 3.00 12.30 2.04 6.05 0.30 7.17 5.13
0.249 71.8 52.9 4.20 10.9 2.92 13.04 2.12 6.16 0.28 7.58 5.46
0.297 77.3 52.6 5.00 11.7 2.68 14.02 2.36 5.95 0.24 8.19 5.83
0.345 82.3 52.4 5.81 12.3 2.44 14.91 2.60 5.74 0.20 8.75 6.16
0.398 88.7 52.1 6.71 13.1 2.16 16.01 2.88 5.56 0.17 9.44 6.56
0.445 93.3 51.8 7.50 13.7 1.88 16.85 3.16 5.34 0.14 10.00 6.85
0.499 98.8 51.6 8.41 14.4 1.60 17.80 3.44 5.18 0.12 10.62 7.18
0.546 103.6 51.3 9.21 14.9 1.36 18.61 3.68 5.06 0.09 11.14 7.47
0.594 107.8 51.1 10.01 15.4 1.12 19.32 3.92 4.93 0.08 11.62 7.70
0.648 112.9 50.8 10.92 16.0 0.84 20.16 4.20 4.80 0.05 12.18 7.98
0.695 117.6 50.6 11.71 16.5 0.60 20.92 4.44 4.71 0.04 12.68 8.24
0.749 121.6 50.3 12.63 16.9 0.36 21.55 4.68 4.60 0.02 13.11 8.43
0.796 126.4 50.1 13.42 17.4 0.12 22.29 4.92 4.53 0.01 13.60 8.68
0.844 130.1 49.9 14.23 17.7 -0.08 22.83 5.12 4.46 0.00 13.98 8.86
0.898 135.4 49.6 15.13 18.2 -0.36 23.65 5.40 4.38 -0.02 14.52 9.12
0.999 143.6 49.2 16.84 19.0 -0.80 24.80 5.84 4.25 -0.04 15.32 9.48

ECS Southeast, LLP
C Gregh, Dairy d.
16 ASTM D4767-11 5260 Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2-4'
Description: (CH)FAT CLAY WITH SAND,Yellowish Grey
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen B
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) AU (psi) ai a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 15.3 50.0 0.00 2.4 0.00 12.43 10.00 1.24 0.00 11.22 1.21
0.005 58.1 52.4 0.08 9.2 2.36 16.86 7.64 2.21 0.26 12.25 4.61
0.005 58.1 52.4 0.08 9.2 2.36 16.86 7.64 2.21 0.26 12.25 4.61
0.018 79.2 53.9 0.30 12.5 3.90 18.65 6.11 3.05 0.32 12.38 6.27
0.024 84.1 54.2 0.40 13.3 4.19 19.12 5.81 3.29 0.32 12.47 6.66
0.024 84.1 54.2 0.40 13.3 4.19 19.12 5.81 3.29 0.32 12.47 6.66
0.030 88.1 54.5 0.50 13.9 4.47 19.46 5.53 3.52 0.33 12.49 6.96
0.048 99.0 54.8 0.80 15.6 4.85 20.75 5.15 4.03 0.32 12.95 7.80
0.073 112.9 55.0 1.20 17.7 4.99 22.73 5.01 4.54 0.29 13.87 8.86
0.097 125.0 54.8 1.60 19.5 4.79 24.75 5.22 4.75 0.25 14.98 9.77
0.121 135.2 54.4 2.00 21.0 4.44 26.61 5.56 4.79 0.22 16.08 10.52
0.145 142.9 53.9 2.40 22.2 3.95 28.21 6.05 4.66 0.18 17.13 11.08
0.194 158.0 53.0 3.22 24.3 2.97 31.33 7.04 4.45 0.13 19.18 12.15
0.250 170.7 51.9 4.14 26.0 1.89 34.12 8.12 4.20 0.07 21.12 13.00
0.299 179.2 51.0 4.95 27.1 1.02 36.05 8.98 4.01 0.04 22.52 13.53
0.347 185.6 50.2 5.75 27.8 0.21 37.58 9.79 3.84 0.01 23.69 13.89
0.396 194.3 49.5 6.57 28.8 -0.51 39.35 10.51 3.74 -0.02 24.93 14.42
0.445 202.1 48.8 7.37 29.7 -1.23 40.97 11.23 3.65 -0.04 26.10 14.87
0.499 210.5 48.0 8.27 30.7 -1.99 42.66 11.99 3.56 -0.07 27.32 15.33
0.548 215.9 47.4 9.08 31.2 -2.63 43.82 12.63 3.47 -0.09 28.23 15.60
0.597 222.3 46.7 9.88 31.8 -3.27 45.10 13.27 3.40 -0.11 29.19 15.92
0.645 228.8 46.1 10.69 32.5 -3.86 46.32 13.86 3.34 -0.12 30.09 16.23
0.700 236.0 45.5 11.59 33.1 -4.54 47.69 14.55 3.28 -0.14 31.12 16.57
0.748 241.4 44.9 12.40 33.6 -5.10 48.70 15.11 3.22 -0.16 31.90 16.79
0.796 243.7 44.5 13.19 33.6 -5.47 49.09 15.47 3.17 -0.17 32.28 16.81
0.844 243.4 44.1 13.99 33.3 -5.87 49.13 15.87 3.10 -0.18 32.50 16.63
0.898 243.3 43.6 14.87 32.9 -6.37 49.28 16.37 3.01 -0.20 32.83 16.45
0.999 241.5 43.0 16.55 32.0 -6.97 48.99 16.97 2.89 -0.22 32.98 16.01

ECS Southeast, LLP
C C ASTM D4767-11 5260 Greens Dairy Rd.
Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/8/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-03A Sample No.: D3S-31 Depth: 2-4'
Description: (CH)FAT CLAY WITH SAND,Yellowish Grey
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen C
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) DU(psi) ai a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 33.6 50.0 0.00 5.3 0.00 25.36 20.01 1.27 0.00 22.69 2.67
0.000 33.6 50.0 0.00 5.3 0.00 25.36 20.01 1.27 0.00 22.69 2.67
0.006 84.8 52.7 0.10 13.5 2.70 30.81 17.32 1.78 0.21 24.06 6.75
0.012 99.0 54.2 0.21 15.7 4.20 31.55 15.81 2.00 0.28 23.68 7.87
0.018 110.7 55.2 0.31 17.6 5.18 32.41 14.83 2.18 0.30 23.62 8.79
0.025 121.7 55.9 0.42 19.3 5.89 33.42 14.12 2.37 0.31 23.77 9.65
0.030 130.8 56.4 0.52 20.7 6.45 34.28 13.56 2.53 0.32 23.92 10.36
0.049 156.2 57.7 0.83 24.7 7.72 36.96 12.30 3.01 0.32 24.63 12.33
0.073 185.2 58.6 1.25 29.1 8.57 40.56 11.44 3.55 0.30 26.00 14.56
0.098 209.3 58.8 1.67 32.8 8.77 44.00 11.24 3.91 0.28 27.62 16.38
0.122 228.8 58.7 2.09 35.7 8.70 46.98 11.31 4.15 0.25 29.15 17.83
0.147 243.9 58.4 2.50 37.9 8.42 49.46 11.59 4.27 0.23 30.53 18.93
0.159 250.3 58.1 2.71 38.8 8.15 50.62 11.86 4.27 0.22 31.24 19.38
0.250 285.0 56.1 4.26 43.4 6.16 57.30 13.85 4.14 0.15 35.58 21.72
0.299 297.4 55.2 5.10 44.9 5.17 59.76 14.84 4.03 0.12 37.30 22.46
0.348 305.2 54.2 5.94 45.7 4.25 61.46 15.76 3.90 0.10 38.61 22.85
0.397 312.0 53.3 6.76 46.3 3.32 63.01 16.69 3.77 0.07 39.85 23.16
0.445 318.9 52.5 7.58 46.9 2.52 64.41 17.49 3.68 0.06 40.95 23.46
0.494 323.8 51.7 8.42 47.2 1.72 65.50 18.30 3.58 0.04 41.90 23.60
0.549 325.6 50.9 9.36 47.0 0.90 66.10 19.11 3.46 0.02 42.60 23.49
0.596 325.6 50.2 10.16 46.6 0.21 66.37 19.80 3.35 0.00 43.09 23.28
0.644 333.5 49.5 10.99 47.3 -0.44 67.71 20.45 3.31 -0.01 44.08 23.63
0.695 333.9 49.0 11.84 46.9 -1.03 67.91 21.04 3.23 -0.02 44.47 23.43
0.749 333.9 48.3 12.77 46.4 -1.65 68.04 21.67 3.14 -0.04 44.85 23.18
0.796 334.2 47.7 13.57 46.0 -2.24 68.24 22.25 3.07 -0.05 45.24 22.99
0.875 334.0 46.9 14.92 45.2 -3.10 68.35 23.11 2.96 -0.07 45.73 22.62
0.894 332.8 46.7 15.25 44.9 -3.25 68.17 23.26 2.93 -0.07 45.72 22.45
0.995 319.5 45.9 16.96 42.2 -4.10 66.34 24.11 2.75 -0.10 45.23 21.12

ECS Southeast, LLP
1MMI
5260 Greens Dairy Rd.
ASTM D4767-11 Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
-'1 .. Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds- Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2-4'
Description: (SM)SILTY SAND, Brownish Yellow
Tested By: AC Calculated By: AC Reviewed By: AC
80
70
60
F, 50
a
uJ
w
I-
N 40
0
I-
>
0 30
20
10
■-■ - --a--f- --■---■--f--■---■- f--■-- ■ ■- f ■
0
0 2 4 6 8 10 12 14 16 18 20
STRAIN%
5 PSI ■ 10 PSI —A—20 PSI --•-- AU1(psi) --■-- AU2(psi) --A-- AU3(psi)
40 I
35 a = 0.00 a= 27.8°
I 0.00 psi C1T= 31.8
30
25
°20
15 SINcD=TANa
a
10 C= —
COS
5 r"
0
0 10 20 30 40 50 60 70

5260 Greens Dairy Rd.
ASTM D4767-11 ECS Southeast, LLP
Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds- Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2 -4'
Description: (SM) SILTY SAND, Brownish Yellow
Tested By: AC Calculated By: AC Reviewed By: AC
30
25 = Mohr Total
_-,.„,,10001c.i7ca
C = 0.61 psi
20 = (I) = 26.6 °
-
a 15
r -
10 -
5
0 10 20 30 40 0(psi) 50 60 70 80 90 100
+5 PSI --10 PSI f20 PSI Mohr Total
30 ietirco -
25 Mohr Effec.
C' = 0.00 psi
20
0' = 31.8°
.‘"---A---AA\a\AI\
ais
10 - —
5
0 1 t I
0 10 20 30 40 0(psi) 50 60 70 80 90 100
—6—5 PSI f 10 PSI ---20 PSI —Mohr Effective
5 PSI 10 PSI 20 PSI
. : -:J �

ECS Southeast, LLP
5260 Greens Dairy Rd.
ASTM D4767-11 Raleigh, NC 27616
Standard Test Method for Consolidated Undrained Phone: [phone]
Triaxial Compression Test for Cohesive Soils Fax: [phone]
www.ecslimited.com
Project Name: Forest Bridge Commons -Wet Ponds - Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2 -4'
Description: (SM) SILTY SAND, Brownish Yellow _
Tested By: AC Calculated By: AC Reviewed By: AC
LL: 23 PI: 3 % -#200: 26.9 USCS: SM
Sample Information: Specimen A Specimen B Specimen C
Sample Condition: Undisturbed Undisturbed Undisturbed
Average Height (in): 6.007 5.840 5.972
Average Diameter (in): 2.792 2.818 2.783
Initial Wet Weight Soil + Ring(g): 1179.80 1256.53 1244.53
Weight of Ring (g): 0.00 Final 0.00 Final 0.00 Final
Wet Weight of Soil (g): 1179.80 1213.65 1256.53 1258.55 1244.53 1238.55
Specific Gravity: 2.70 Assumed 2.70 Assumed 2.70 Assumed
Moisture Content: Initial Final Initial Final Initial Final
Wet Weight Soil +Tare (g): 408.52 425.00 375.66 416.84 381.41 441.76
Dry Weight Soil +Tare (g): 355.00 366.01 330.60 364.49 333.20 383.13
Tare Weight (g): 80.22 112.07 80.26 80.99 80.11 79.58
Moisture Content (%): 19.5 23.2 18.0 18.5 19.0 19.3
Area (in2): 6.122 6.122 6.237 6.237 6.083 6.083
Volume (ft3): 0.021 0.021 0.021 0.021 0.021 0.021
Wet Density(pcf): 122.2 126.2 131.4 132.2 130.5 130.6
Dry Density(pcf): 102.3 102.4 111.4 111.6 109.6 109.5
Weight of Solids (g): 984.9 1062.4 1038.1
Volume of Solids (cc): 364.8 393.5 384.5
Volume of Voids (cc): 237.9 235.7 203.4 200.9 210.8 207.4
Saturation (%): 80.6 97.1 94.0 97.7 93.8 96.6
Void Ratio: 0.65 0.65 0.52 0.51 0.55 0.54
Consolidation Data:
Pore Pressure Response (%): 97 97 97
Vertical Dial Readings
Initial Dial Reading (mil): 166 273 355
After Saturation (mil): 177 284 366
After Consolidation (mil): 188 298 389
Burrette Readings
Initial (mil): 10.00 10.00 10.00
Final (mil): 3.12 2.64 1.99
Testing Parameters:
Cell Pressure (psi) 55 60 70
Back Pressure (psi) 50 50 50
Eff. Confining Pressure (psi) 5 10 20
Height After Consolidation (in) 5.985 5.815 5.938

ECS Southeast, LLP
C Gregh, Dairy d.
16 ASTM D4767-11 5260 Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2-4'
Description: (SM)SILTY SAND,Brownish Yellow
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen A _
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) AU (psi) a7 a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 20.6 50.0 0.00 3.4 0.00 8.40 5.04 1.67 0.00 6.72 1.68
0.000 20.6 50.0 0.00 3.4 0.00 8.40 5.04 1.67 0.00 6.72 1.68
0.005 49.7 50.2 0.08 8.1 0.21 12.94 4.83 2.68 0.03 8.88 4.06
0.017 56.6 51.5 0.28 9.2 1.52 12.74 3.52 3.62 0.17 8.13 4.61
0.023 58.6 51.9 0.38 9.5 1.96 12.62 3.08 4.10 0.21 7.85 4.77
0.028 59.9 52.2 0.48 9.7 2.28 12.50 2.76 4.52 0.24 7.63 4.87
0.034 60.9 52.4 0.58 9.9 2.48 12.45 2.56 4.85 0.26 7.51 4.94
0.046 62.1 52.6 0.77 10.1 2.67 12.43 2.37 5.25 0.27 7.40 5.03
0.070 64.5 52.4 1.17 10.4 2.48 12.98 2.56 5.06 0.25 7.77 5.21
0.094 66.3 51.8 1.57 10.7 1.80 13.90 3.24 4.29 0.17 8.57 5.33
0.124 69.2 50.7 2.08 11.1 0.69 15.42 4.35 3.54 0.06 9.88 5.53
0.148 72.1 49.7 2.47 11.5 -0.22 16.75 5.26 3.18 -0.02 11.00 5.74
0.195 78.2 48.0 3.26 12.4 -2.01 19.41 7.05 2.75 -0.17 13.23 6.18
0.249 84.0 46.2 4.17 13.2 -3.79 21.98 8.83 2.49 -0.30 15.41 6.58
0.297 90.5 44.8 4.96 14.0 -5.14 24.22 10.18 2.38 -0.38 17.20 7.02
0.345 96.3 43.8 5.76 14.8 -6.13 26.00 11.17 2.33 -0.43 18.59 7.41
0.398 103.7 42.9 6.65 15.8 -7.08 27.94 12.12 2.30 -0.46 20.03 7.91
0.445 109.1 41.8 7.44 16.5 -8.19 29.73 13.23 2.25 -0.51 21.48 8.25
0.499 115.5 41.2 8.34 17.3 -8.75 31.09 13.79 2.25 -0.52 22.44 8.65
0.546 121.2 40.9 9.13 18.0 -9.03 32.06 14.07 2.28 -0.52 23.06 9.00
0.594 126.1 40.8 9.93 18.6 -9.19 32.78 14.23 2.30 -0.51 23.50 9.28
0.648 130.0 40.9 10.83 18.9 -9.07 33.04 14.11 2.34 -0.49 23.58 9.47
0.695 126.6 41.1 11.62 18.3 -8.91 32.22 13.95 2.31 -0.50 23.09 9.14
0.749 126.3 41.3 12.52 18.0 -8.67 31.76 13.71 2.32 -0.50 22.74 9.02
0.796 124.5 41.4 13.30 17.6 -8.51 31.18 13.55 2.30 -0.50 22.37 8.82
0.844 123.7 41.6 14.11 17.4 -8.31 30.71 13.35 2.30 -0.49 22.03 8.68
0.898 123.2 41.9 15.00 17.1 -8.04 30.18 13.08 2.31 -0.48 21.63 8.55
0.999 120.7 42.1 16.69 16.4 -7.88 29.34 12.92 2.27 -0.49 21.13 8.21

ECS Southeast, LLP
C Gregh, Dairy d.
16 ASTM D4767-11 5260 Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2-4'
Description: (SM)SILTY SAND,Brownish Yellow
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen B
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) AU (psi) ai a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 36.9 50.0 0.00 5.9 0.00 15.89 9.98 1.59 0.00 12.93 2.95
0.005 76.1 50.6 0.09 12.2 0.62 21.55 9.36 2.30 0.05 15.46 6.10
0.005 76.1 50.6 0.09 12.2 0.62 21.55 9.36 2.30 0.05 15.46 6.10
0.017 84.2 51.4 0.29 13.5 1.35 22.09 8.63 2.56 0.10 15.36 6.73
0.023 86.9 51.7 0.40 13.9 1.65 22.19 8.32 2.67 0.12 15.26 6.94
0.029 89.1 51.9 0.50 14.2 1.91 22.28 8.06 2.76 0.14 15.17 7.11
0.035 90.7 52.2 0.60 14.5 2.14 22.29 7.83 2.84 0.15 15.06 7.23
0.048 93.5 52.6 0.82 14.9 2.55 22.29 7.43 3.00 0.18 14.86 7.43
0.072 98.8 53.2 1.25 15.7 3.13 22.50 6.85 3.29 0.21 14.67 7.83
0.097 102.7 53.5 1.67 16.2 3.50 22.67 6.47 3.50 0.22 14.57 8.10
0.121 105.9 53.9 2.08 16.6 3.87 22.74 6.11 3.72 0.24 14.42 8.31
0.145 109.5 54.0 2.50 17.1 4.02 23.08 5.96 3.88 0.24 14.52 8.56
0.200 117.4 54.2 3.44 18.2 4.14 24.00 5.83 4.11 0.24 14.92 9.08
0.250 123.4 54.1 4.29 18.9 4.12 24.79 5.85 4.24 0.22 15.32 9.47
0.299 127.9 54.1 5.14 19.5 4.04 25.40 5.94 4.28 0.21 15.67 9.73
0.346 132.9 54.1 5.95 20.0 4.03 25.99 5.95 4.37 0.21 15.97 10.02
0.395 138.4 53.9 6.79 20.7 3.87 26.80 6.11 4.39 0.19 16.45 10.35
0.445 144.3 53.7 7.65 21.4 3.69 27.66 6.29 4.40 0.18 16.97 10.68
0.499 150.9 53.5 8.58 22.1 3.49 28.60 6.49 4.41 0.16 17.55 11.06
0.546 158.9 53.5 9.39 23.1 3.43 29.63 6.55 4.53 0.15 18.09 11.54
0.594 164.9 53.3 10.22 23.7 3.24 30.48 6.73 4.53 0.14 18.60 11.87
0.649 173.7 53.1 11.17 24.7 3.03 31.69 6.95 4.56 0.13 19.32 12.37
0.698 171.6 52.9 12.00 24.2 2.85 31.34 7.13 4.40 0.12 19.24 12.11
0.745 180.0 52.8 12.81 25.2 2.79 32.35 7.18 4.50 0.11 19.77 12.58
0.799 181.8 52.6 13.73 25.1 2.59 32.53 7.38 4.41 0.11 19.96 12.57
0.849 182.5 52.5 14.60 25.0 2.43 32.53 7.55 4.31 0.10 20.04 12.49
0.897 175.2 52.3 15.42 23.8 2.27 31.46 7.70 4.08 0.10 19.58 11.88
1.000 172.8 52.1 17.19 22.9 2.08 30.85 7.90 3.90 0.09 19.37 11.47

ECS Southeast, LLP
C C ASTM D4767-11 5260 Greens Dairy Rd.
Raleigh,NC 27616
Standard Test Method for Consolidated Undrained Phone:[phone]
Triaxial Compression Test for Cohesive Soils Fax:[phone]
www.ecslimited.com
Project Name: Forest Bridge Commons-Wet Ponds-Slope Stability Date: 4/12/2024
Project Number: 33:6813 Date Sample Received: 4/2/2024
Boring No.: ECS-04A Sample No.: D3S-32 Depth: 2-4'
Description: (SM)SILTY SAND,Brownish Yellow
Tested By: AC Calculated By: AC Reviewed By: AC
Shear Data: Specimen C
Displacement(in.) Load(lb.) Pore Pressure(psi) %Strain Aa(psi) DU(psi) ai a3 ai/a3 A P Q
0 0 50.0 0.00 0.00
0.000 22.2 50.0 0.00 3.6 0.00 23.68 20.04 1.18 0.00 21.86 1.82
0.000 22.2 50.0 0.00 3.6 0.00 23.68 20.04 1.18 0.00 21.86 1.82
0.006 73.0 50.7 0.09 12.0 0.72 31.31 19.32 1.62 0.06 25.32 6.00
0.011 104.9 51.4 0.18 17.2 1.48 35.77 18.56 1.93 0.09 27.17 8.61
0.016 128.0 52.0 0.27 21.0 2.04 38.99 18.00 2.17 0.10 28.49 10.50
0.027 162.9 52.8 0.45 26.7 2.80 43.90 17.24 2.55 0.11 30.57 13.33
0.032 176.9 53.0 0.54 28.9 3.00 45.96 17.04 2.70 0.11 31.50 14.46
0.050 210.7 53.1 0.84 34.4 3.17 51.23 16.88 3.04 0.09 34.05 17.18
0.073 244.9 52.8 1.23 39.8 2.84 56.96 17.20 3.31 0.07 37.08 19.88
0.096 272.3 52.0 1.62 44.0 2.08 62.00 17.96 3.45 0.05 39.98 22.02
0.124 301.3 51.0 2.10 48.5 1.00 67.53 19.04 3.55 0.02 43.29 24.25
0.147 321.7 50.0 2.48 51.6 0.04 71.57 20.00 3.58 0.00 45.78 25.78
0.159 331.2 49.6 2.68 53.0 -0.40 73.43 20.44 3.59 -0.01 46.94 26.50
0.245 384.8 46.4 4.13 60.7 -3.53 84.22 23.57 3.57 -0.06 53.89 30.33
0.297 409.9 45.0 5.00 64.0 -4.97 89.02 25.01 3.56 -0.08 57.01 32.01
0.350 428.0 44.0 5.89 66.2 -6.01 92.27 26.05 3.54 -0.09 59.16 33.11
0.396 441.8 43.1 6.67 67.8 -6.89 94.71 26.93 3.52 -0.10 60.82 33.89
0.448 444.5 41.9 7.55 67.6 -8.05 95.65 28.09 3.40 -0.12 61.87 33.78
0.495 448.4 41.5 8.34 67.6 -8.49 96.10 28.53 3.37 -0.13 62.32 33.78
0.549 445.7 41.2 9.25 66.5 -8.73 95.27 28.77 3.31 -0.14 62.02 33.25
0.597 436.0 41.2 10.06 64.5 -8.73 93.24 28.77 3.24 -0.14 61.01 32.23
0.646 433.3 41.4 10.87 63.5 -8.57 92.11 28.61 3.22 -0.14 60.36 31.75
0.694 428.8 41.5 11.69 62.3 -8.41 90.70 28.45 3.19 -0.14 59.58 31.13
0.748 425.6 41.7 12.59 61.2 -8.21 89.41 28.25 3.16 -0.14 58.83 30.58
0.795 428.7 41.9 13.39 61.0 -8.01 89.09 28.05 3.18 -0.14 58.57 30.52
0.878 428.2 42.3 14.79 60.0 -7.61 87.64 27.65 3.17 -0.13 57.65 29.99
0.896 429.9 42.4 15.09 60.0 -7.53 87.58 27.57 3.18 -0.13 57.57 30.00
0.997 432.2 42.5 16.79 59.1 -7.45 86.61 27.49 3.15 -0.13 57.05 29.56

APPENDIX D — Supplemental Report Documents and Calculations
The evaluation letter titled, "Seasonal High Water Table (SHWT) Evaluation for Potential
Stormwater Retention Areas", dated May 31, 2023
Slope Stability Analysis Results for Wet Ponds#1 and #2

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
May 31, 2023
Mr. Ken Smith, Jr.
Smith Site Consultants, PLLC
121 Bulittle Drive
Linden,NC 28356
Re: Seasonal High-Water table (SHWT) evaluation for potential stormwater retention
areas, Forest Ridge Commercial (Southern parcel), NC Hwy. 87, Harnett County,North
Carolina
Dear Mr. Smith,
An evaluation of soil properties on a portion of the aforementioned property has been
conducted at your request. The purpose of the investigation was to determine soil water
table depths for use in stormwater retention design.
Soils at the proposed basin sites are most similar to the Gilead soil series (see attached
boring logs). 4 soil borings were advanced to a depth of at least 5.0 feet below the soil
surface. Seasonal High-Water table (SHWT) as determined by evidence of colors of
chroma 2 or less was encountered at depths ranging from 0 to 44 inches below the ground
surface. The attached map shows the approximate location of the sample points (as
requested by the design engineer).
I trust this is the information you require at this time.
Sincerely,
:d.
tf.
Mike Eaker Q1` a %,.‘.s,'.i.,.,t;;/1,S::
:,e,,',,i.f.'.:-/-..
fib' "....:),
President lrr�
','' .,
.i.:i--t.-..41/4-i 4t-is S(1iiL.i iiai,.A;,„Dv_.10..
.0-..
Nk ,,f i r `r
\<4'ivorr- 140'
_________.i
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING •SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
SHWT and Observed Water Depths, Forest Ridge Commercial, NC
Hwy. 87, Harnett County, NC
BORING SHWT DEPT SHWT DEPT GROUND ELEVATION OBSERVED WATER
Inches (msl-feet) (msl-feet) (msl-feet)
1 44 273.63 277.30 275.22
2 44 273.31 276.98 270.73
3 15 255.33 256.58 None
4 0 255.16 255.16 None
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 1), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
A - 0 to 15 inches; black (10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Btl - 15 to 32 inches; brownish yellow(10YR 6/8) sandy loam; weak fine subangular
blocky structure; friable; many fine and medium roots; clear wavy boundary.
Bt2 - 32 to 40 inches; light yellowish brown (2.5Y 6/4) sandy clay loam; many medium
prominent yellowish red (5YR 5/8)mottles; weak medium subangular blocky structure;
firm; gradual wavy boundary.
BC - 40 to 44 inches; strong brown(7.5YR 5/6) sandy clay loam; weak fine subangular
blocky structure; firm; slightly brittle; gradual wavy boundary.
Cl -44 to 50 inches; strong brown (7.5YR 5/6) sandy clay loam; many medium
prominent light brownish gray (2.5Y 6/2)mottles; firm; massive structure; gradual wavy
boundary.
C2 - 50 to 60 inches; light yellowish brown(2.5Y 6/4) sandy clay loam; many medium
prominent gray (10YR 6/1) mottles; firm; massive structure.
SHWT @ 44 inches (2.5Y 6/2)
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS •LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING •SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 2), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
0 to 24 inches; sand and clay fill material
A—24 to 32 inches; black(10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Bt- 32 to 44 inches; brownish yellow(10YR 6/8) sandy loam to sandy clay loam; weak
fine subangular blocky structure; friable to firm; many fine and medium roots; clear wavy
boundary.
BC - 44 to 48 inches; strong brown(7.5YR 5/8) sandy clay loam; many medium
prominent gray (10YR 6/1)mottles; weak fine subangular blocky structure; firm; slightly
brittle; gradual wavy boundary.
Cl -48 to 71 inches; red (2.5YR 4/8) sandy clay; many medium prominent brownish
yellow(10YR 6/8) and gray (10YR 6/1) mottles; massive structure; firm.
SHWT @ 44 inches (10YR 6/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 3), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
A- 0 to 7 inches; black(10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Btl - 7 to 15 inches; light olive brown(2.5Y 5/3) clay; many medium prominent
yellowish red (5YR 5/8) mottles; weak fine subangular blocky structure; firm; few fine
and medium roots; gradual diffuse boundary.
Bt2 - 15 to 40 inches; grayish brown (2.5Y 5/2) silty clay; many medium prominent olive
yellow(2.5Y 6/8) and yellowish red (5YR 5/8)mottles;massive parting to angular
blocky structure; very firm; gradual wavy boundary.
BC - 40 to 60 inches; grayish brown (2.5Y 5/2) sandy clay loam; many medium
prominent olive yellow(2.5Y 6/8) and yellowish red (5YR 5/8)mottles; massive
structure; firm.
SHWT @ 15 inches (2.5Y 5/2)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 4), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
Btl - 0 to 30 inches; white (10YR 8/1) silty clay; many medium prominent yellowish red
(5YR 5/8) mottles; massive structure; firm to very firm; gradual diffuse boundary.
Bt2 - 30 to 51 inches; grayish brown (2.5Y 5/2) silty clay loam; massive parting to
angular blocky structure; very firm; gradual wavy boundary.
BC - 51 to 60 inches; red (2.5Y 4/6) silty clay; many medium prominent olive yellow
(2.5Y 6/8) and yellowish red(5YR 5/8) mottles; massive structure; very firm.
SHWT @ 0 inches (10YR 8/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS •LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

N 1, ,, Ea.�V. \ ..„_., Iii k \ "Irel'It°1:41517:2"''4"7..."
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TOTAL WETlANOS . .�.� _, _,+�,..—� 1 P/ � . � �.'-:1
\ - WITHIN THE SOUTHERN 4 ., ® 1 L1 \ _ -
\ PORTION OF THE TRACT �•: - 1 PERMANENT WETLANDS 2.1E ACRES 84,09E S.F.) \y 1 r•
® 1 IP S 11
\ \ aAaH ( D,/ �• ; IMPACT FOR ROAD a s
\ LESEMBLY.AWE
°:�ni�a," • /� 4 a.Rq ,d SERVICES PROPOSED g O
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FOREST ROGE SUBDIVISION.INC. Z W M
ERE NOTES
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SPRINGWE NC 20390 V f"=
Iw_ouOMP , ]N N OS34I6 B0
num0r•I P 967.PIBS POP O1d
;
— — —.PgN.oOVAxoOn.I .TOTAL..F'ns.'B.II ACRES(PER THE CALCULATED OEE03 OF RECORDS PARTIAL SURVEY OF THE BOUNONI0. �, C
{ TOTAL 11.,LANOS WITHIN THE PARCEL•219 ACRES IF,Ob S.F.1 ...IJ
[I 4.CURRENTLY ZONED,COMMERCIAL S RA.SM = S RI JCL
/�� WIP.N�� BA HARNETT co LAND use cawAcrBtaeD USE AM) tC G i
U, nAnno AI 5,SRPOSE HOT FUTURE
LIE WRHpgWAT1.0.f.RTg4ATER5HED �1!
7.SITE DOES NOT LIVE WITMN A FLODO ZONE PER HARNETT CO GIS AND FEM.. C J
B.TOWNSHIP.AMPERE.CREEK TOWNSHP N 7
Inm
B.PUBLIC WATERS SANITARY SEWER TO BE BUST TO HARNETT REGIONAL WATER STANDARDS I. IONB SPEWFICAT 1.1
DEE4 4APRBI!ERENCEd: �G--,_7 10,SITKOA WATER TREATMENTW V PROPOSED WET OCTPNIION PONDS.POST CONSTRUGION STORNWAIER PER'NT C2 w
DEEDI.
ROON 3120 PAGE MB DEED SON 0087 PACE OM DEED BOOK 301"PAGE 9735 II PENDING 1Y1111 xcixo Z
DEED BOOK OBBB PAGE III(DECLARATION OF PROTECTIVE COVENANTS(. Ir H E.I Mlmwmunw,P",
PREVIOUS MAP REFERENCES-PUT BOOK PC..PAGE BI-D.PLAT BOOK PCVMR.PACE 5,
HIGHWAY MAP BOOK In,PAGER 17B131.PUT BOOK PCY0010,PAGE SOB.PUT ROC,, r
PC.07.PAGE 31.PLAT BOON PCBAID.PAGE toff,PLAT BOOK PORI.,PAGE BN,PCP]0CE L._-,.J PRELIMINARY PLAN- ' A,AnO
PAGE OBT.PLAT BOOK PCW0011.PAGE Om.PUT BOOK PCE001E,PAGE ISE.PUT BOOK _
PCYOmi,PAGE id3.PLOT BOOK PDY00'B,PAGE IIB.PUT ROOK POW PAGCOWC, - I:.—T -._.0 I. '"' POND
M BORES

Material Name Color Unit Weight(Ibs/ Strength Type Cohesion Phi Water Hu Hu Wet Pond 1 -End of Construction
ft3) (psf) (°) Surface Type
I
Undrained-1-New L I Mohr-
Fill u 120 Coulomb 600 0 Water Table Custom 1
2-Clayey Sand 125 Mohr-
I� 0 32 Water Table Custom 1
o Coulomb
o—
M
2.12
co
co—
W W
• .
0
co .
(V
, •
o
N
-90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30
Project
Forest Bridge Commons
Group Scenario
I- 1 ro c s c i e n c e Drawn By Group 1 Company Master Scenario
VM2 ECS Southeast, LLC
Date 4/23/2024, 11:02:52 AM File Name Wet Pond 1.slmd
SLIDEINTERPRET 9.031

Unit Weight(lbs/ Cohesion Phi Water Hu Steady State Seepage-Wet Pond 1
Material Name Color ft3) Strength Type Hu
(psf) (°) Surface Type
Drained 1 New 120 Mohr 150 30 Water Table Custom 1
Fill Coulomb
2-Clayey Sand u 125 Mohr- 0 32 Water Table Custom 1
Coulomb
O
O—
m
1.55
•
O
-]•
N—
-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30
Project
Forest Bridge Commons
Group Scenario
T 1 ro c s c i e n c e Drawn By Group 2 Master Scenario
VM2 Company ECS Southeast, LLC
Date 4/23/2024, 11:02:52 AM File Name Wet Pond 1.slmd
SLIDEINTERPRET 9.031

O
O—
M
Unit Weight(lbs/ Strength Cohesion Phi Water Hu
Wet Pond 2-End of Construction Material Name Color Hu
ft3) Type (psf) (°) I Surface Type
Undrained 1- 120 Mohr- 600 0 'Water Table Custom 1
New Fill Coulomb
2-Clayey Sand 125 Mohr 0 32 Water Table Custom 1
Coulomb
O
co—
N
2.03
O
co—
:>- c W
W
. • MIMI
d
O
N
O
CV—
CV
0
-40 -20 0 20 40 60 80 100
Project
Slide2 -An Interactive Slope Stability Program
Group Scenario
T 1 ro c s c i e n c e Drawn By Undrained
Company Master Scenario
Date 4/22/2024, 2:15:28 PM File Name Wet Pond 2.simd
SLIDEINTERPRET 9.031

Material Unit Weight Strength Cohesion Phi Water Hu
Name Color (lbs/ft3) Type (psf) (1 Surface Type Hu
Wet Pond 2-Steady State Seepage Drained 1 120 Mohr 150 30 Water Custom 1
New Fill Coulomb Table
�_ 2-Clayey ❑ Mohr- Water Custom 1
_ Sand 125 0 32 Coulomb Table
(NI
1.58
a
co W
N
° 0
W
_ .
O
N
O
N—
N
-20 0 20 40 60 80 100 12(
Project
Slide2 -An Interactive Slope Stability Program
Group Scenario
T 1 ro c s c i e n c e Drawn By Drained
Company Master Scenario
Date 4/22/2024, 2:15:28 PM File Name Wet Pond 2.slmd
SLIDEINTERPRET 9.031